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Plans (131) IIIII This design prepared from computer input by MI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-72) 45 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2' -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. GOND. 2: Desipn checked for net(-5 psft uplift at 24 "oc spacing.) 5 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cr) load duration factor=1.6, Truss designed for wind loads cow in the plane of the truss only. o o .:1- o 111111 M 3x4 AV:2a o 0020 /64)(71 lo ll Sal /y/ 0e6:_i /eO y y y 1-08 1-00 [PROVIDE FULL BEARING;Jts:2.4.41 JOB NAME : POLYGON PLAN 5-D NH - P1 c (NE Scale: 1.0020 ,, jr WARNINGS: GENERAL NOTES,unless otherwise noted: 4t4 h/.^^yy /"p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .CC -2$$1�E c" Truss: P1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ISI DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �y., DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `w 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - 44 SEQ. : 60513 53 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- ` ' _ 4. �\ TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. Dq. nesign . L�•r.,� 7.Design assumes adequate drainage is provided. C f^f 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II 1111111 I I I III III III III TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 11 10. EXPIRES: n c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311, EXPIRES:123f1/2815 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-194) 138 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF D'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift atA 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1' Allowed = 0.072" �� MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00/ system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 (; M 0 ///-3x4 ), ) ,/ y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 "4-, GINE �/- WARNINGS: GENERAL NOTES,unless otherwise noted: /5/" `G' • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 2 G 1,�^1 t1 r�n E r- Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper AO' 2.2x4 compression web bracing must be installed where shown v. Incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�r po y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !" , DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+0 E � J�� 4. No load should be applied to any component until atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. `�' �✓ SEQ. : 6051351fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, iir47 TRANS I D: 407540 ,� O'`° �c. and are tar"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II I I II I I I III I I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. indi11 cate Digits size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-144) 105 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50' 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 (� MAX HORIZ. TL DEFL = -0.002" 8 5'- 10.9' 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. In M r/- 1 V �- O� Fmom 4�� M-3x4 y y y ,1 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3( 0 PRO k. JOB NAME : POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 �� (NE -, WARNINGS: GENERAL NOTES,unless otherwise noted: e't1 =:7ffttG/�115/"r9. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .11 r E Truss: EJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Al,,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). ly., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "3r f 4y_OREGON, N 4(j SEQ. : 60513 50 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, !� -°7 'y design loads be applied to any component. and are for"dry condition"of use. f+ "4}f .� �„� tr. TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. L:yy yy,iV. S✓ 7.Design assumes ne drainagehcis f rsr"f rl 4- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II 11111 II I I 1111 I 1111 II II TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. 10. C n t+] J MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10,00 7 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co O load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c'2, O O� 4� -/ M-3x4 y y y ), 1-00 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 ¢ 0 PR°yes JOB NAME: POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 \� ��(7N(J�)IN 6,4 WARNINGS: GENERAL NOTES,unless otherwise noted: /� " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t92111PE Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY• LJ is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by l„f err continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). ry., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON. + 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -pj 1}_vR EGON .4,4 SEQ. : 6051349 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G- '7 design loads be applied to any component. and are for"dry condition"of use. �,0 -I}� i '""fl 4. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at alt supports shown.Shim or wedge if Ar t3 fabrication,handling,shipment and installation of components. liw necessary. 'V/, r..,Fi l y t V 7.Design assumes adequate drainage Is provided. t"j L.1.• 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII II I III 1111111 TPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointain inches 9. Digits indicate size of plate In Inches. n 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 31/2015 IIIII MI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BBS REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.054" '1' 'I MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), goo/ load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. O I O N I fh f- clPilijillill0 O O� I 40E M-3x4 1, y ), 1-00 2-00 'PROVIDE FULL BEARING:Jts:2"4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ1 ,,:cc- t PR F".6, Scale: 0.6772 \� 2 WARNINGS: GENERAL NOTES,unless otherwise noted: (]�y /tr�i.- `�� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 11C L- 1-- Truss: EJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 0rr�Ir DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r; y iI�" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r OREGON ^�C� n '..rv. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ V nE fav )�:� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,�}.� lid SEQ. : 6 051348 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon non-corrosive environment, dc/ dl,4 �''', ik. and are for"dry condition"of use. design loads be applied to any component. O 14 TRANS I D: 40 7540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if nfabrication,handling,shipment and installation of components. ecessary. R t { 7.Designlaesassumesadequateonedthi face isprovided.sa. r 4"" 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center -- II I I II I I I III 1I II I III TPIMRCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. c C n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12!t 31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(•1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 2340 14.15=(-1814) 3872 3.15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4.16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5.16=( -401) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6-17=( •394) 762 8.10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18. 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON, FOR 10-11=(-2552) 1476 8.19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(•3040) 1564 10.19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19.11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -56) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167' JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299° @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0' Allowed = 2.856° 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" MAX HORIZ. IL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 f f 5-10-08 T f3-03-12f 05 04 5-05-10 5 04 05 not exceed 19% at time of manufacture. '' '( '( '( '1' T '( I' T '( '( '( Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. T T 7 9 T '1 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 41• M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ 6 M- x8 0 \16.00 load duration factor=1.6, M-3x4 Truss designed for wind loads M-5x6(S) 5 "' in the plane of the truss only. ,M-3x4 0.25" 1 4 M-3x5 + + /*+ 2M-1.5x3 M-3x10 M 3x10 0 v T4 15 1"6 �w v A o-• rc 0 1 M-5x8 M-3x4 M•5x10 M7 -5x10M-1�5x30.25'' M 3x4 *13 0 :),2.75 **2X WEDGE 2.75 o M-5x8(S) W/(2) M-3X4 TYP. 12 y ), y ), )' )' y ), y 4,j95-0 5-10-08 6-02 ,2-00, 5-06 5-10-12 7-09-02 8-01-02 y 205-08 12-00-08 2-00 27-03• y 1-08 43-09 • SCS PR°Fe� JOB NAME: POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 \� �'`y/y�(j��/'"' 'gig WARNINGS: GENERAL NOTES,unless otherwise noted: � a ` wfl�d 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =7G 1;E- T r u s s: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the budding designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byp yirr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r �•.f^� ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON V N /^',i"�. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}l'1J ,p_ 44, S E Q. : 6051347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4 -.7 ��9k and are for"dry condition"of use. 1- design loads be applied to any component. *+J 14 �� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. fC^pa R I y 7.Design assumes adequate drainage is provided. '�r1 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 1110 II I 11111 III11111 ill TPIMIrCA in BCSI,copies of which will be furnished upon request. Digit coincideictwith joint aIn inches.e.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTA SPACED 24.0" 0.0. 2- 3=(-4923) 1901 14.15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4.16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5-16=( -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5-17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -8B4) 2558 6-17=( -358) 762 8-10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1114 8-19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 13: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5" 16-07.11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 5-04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09,' 5-10-08 0-0�4-11 5-04-05 5-05-10 5-04-05 Design conforms to main windforce-resisting �� system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x6 load duration factor=1.6, 6.001/ M-3x4 67 8 o '--.1 6.00 Truss designed for wind loads 5 in the plane of the truss only. M-5x6(S) M-3x4 ' 0.25" 1 4 r M-1.5x3 2 ::NN -,.. \ A* M-335 M-3x10 ` M-3x10 c v Ti 4 15 u ae:;v A :,.. c 1M-5x8 M-3x4 M-5x10 17 18 1p 20 13 o M-1.5x3 0.25 M 3x4 0 **2X WEDGE M-5x10 a M-5x8(S) 2.75 W/(2) M-3X4 TYP12 . 2.75 0 12 y y y )- y y y )' y ,-05-0 5-10-08 6-02 2-OOy 5-06 5-10-12 7-09-02 8-01-02 y Y Y-05-08 12-00-08 2-00 27-03 y 1-08 43-0900 PROF& JOB NAME : POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 G( 1E' 15'`'O WARNINGS: GENERAL NOTES,unless otherwise noted: Z:tFr��,+��'yy /�t � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .7G 11 f t�Cl_. r Truss: DH3 end Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }y is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fy., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � }�� 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. 1T `c� SEQ. : 60513 46 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �iN. design loads be applied to any component and are for"dry condition"of use. /6 -T •� 2.-° -' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if ¢ fabrication,handling,shipment and installation of components. Designneas. ''' ?A i + V 7. laesassumesadequateon eh drainage isprovided.truss, CC!'f 4-s. 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII I I III 11111 TPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincideIctwith jointcenterche. 9.Digits Indicate size of plate in inches. CV MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 n R a7 11 I ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 41&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(•1943) 4359 15. 3=( -193) 596 2x6 KDDF 41&BTR T2, T3 SPACED 24.0" 0.C. 2- 3=(•5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF 41&BTR 3- 4=(-4703) 2253 16-17=(-1804) 4102 4.16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7.17=( -142) 657 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(-1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.12=(-2734) 1406 9.19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 0 19.10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10.20=(-1364) 635 13-14=(-3258) 1577 12.20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571' @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0,119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03.08 5-11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. '1 T T f -1 ( '1 T T Design conforms to main windforce-resisting 2-07-0 3-07-09 1-03-'12 6-02-11 2-05-0 4-03.14 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 11 ' T load duration factor=1.6, 12M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.001/ M-5x65 M-3x4 B p gP5• 14.3x5M-4x6 a 6,00 in the plane of the truss only. 10 7 4+ - 7 \\. /3.. M-3x44 M-1.5x3 + 3 M-1.5x3 co M-3x10 m/ NNNS4_ M-3x8 0 0 1 15M-7x10 M 3x8 M 16 -7x8 1B 0.25i"s 20 *14 M-7x10 M-3x8 0 a 2.75 **2X WEDGE 2.75 - M-7x8(S) 12 W/(2) M-3X4 TYP. 12 J, J, .1 ,J ,1 J, 3, 1, -05-0 6-09-12 5-02-12 y2 003, 9-02-04 9-00-08 9-00-04 y 2-05-08 12-00-08 2-00 27-03 3, 1-08 43-09 v p PRpct. JOB NAME : POLYGON PLAN 5-D NH - DH2 Scale: 0.1467 C .\�� � 's WARNINGS: GENERAL NOTES,unless otherwise noted: pE ..moi,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c 922ry 1 I r Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1/rr"" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f �h /`t 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. v tx 44, SEQ. : 6 051345 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r, QI design loads be applied to any component. and are for"dry condition"of use. }" .� �', �^ - TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if !y fabrication,handling,shipment and installation of components. Dnesign . `' R R tx V 7.Plates assumes adequate ne dthi ace iso truss, L 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/VJfCA in BCSI,copies of which will be furnished upon request. git coincideictwithizjointcenterinches e.Digits indicate size of plate in inches. v rs r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXP IRES:12 31/2015 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #188TR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(•2614) 8670 15- 3=( -370) 1254 2x6 KDDF #18,BTR 72, T3 2- 3=(-10024) 3052 15.16=(•2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #18BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4-16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TO LATERAL SUPPORT <= 12.0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0" V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12'0C. UON, TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(•1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"0C UON. FOR TO CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.12=( -5882) 2108 9-19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=( 0) 0 19-10=( -182) 968 12.13=( -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0' 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20-13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0,0N,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) Join together 2 ply with 3'x.131 DIA GUN nails staggered at:[] 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc ssacing.� 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = •0,005" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = -0,300" @ 22'- 8.7' Allowed . 2.142" MAX IL CREEP DEFL = -0.594" @ 22'- 8.7' Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180' @ 43'- 3.5' 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does 3-02-03 0-0fi 11 2-03-08 5-11-03 0-0�6-11 4-10-02 not exceed 19% at time of manufacture. f 1`f '' '' f T 'I`°( T T Design conforms to main windforce-resisting 2-07-0� 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T 1' T 1'T T T 1' 1' f 1' 9-10.08 9-07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 533.30#T 533,30k T load duration factor=l.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.001.---- M-4x65 6 M-3x5 B ( 5" M�ox5 11 M-5x6 46.00 in the plane of the truss only. 12 y 1:4., '. M-3x4 M-1.5x3 M-1.5x3300000000" + 3 M-3x8 co M-3x10 /40/: o 1 _ v �' 15 16 1 z:, EAL e � c 1 M-7x10 M 3x8 M-7x: 1B 0.251'9 M-20 3x8 *~4 **2X WEDGE M-7x10 a M-7x8(S) 2.75 W/(2) M-3X4 TYP. 2.75 0 12 12 ; 3' 3' 3' 3' 3' 3, y -05-0C1 6-09-12 5 02 12 y2-003, 9-02-04 9-00-08 9-00-04 y , Y-05-088 12-00-08 2-00 27-03 y 1-08 43-09 ��tp RROF�rS JOB NAME : POLYGON PLAN 5-D NH - DH1 5� ( 's Scale: 0.1467 0 WARNINGS: GENERAL NOTES,unless otherwise noted: ny /� 9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .=7G•11 11 PE { Truss: DH1 and Warnings before construction commences. building component.Applicability of design parameters and proper f// 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 41F 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rr�I. DES. B Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,o141111110 ,i ' continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). 40 �y. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON "�c 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -, y_ i,/ S E Q. : 6051 344 fasteners are complete and Cl no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� ��1' 2.0\ O�� design loads be applied to any component and are for"dry condbion'of use. 14, 2 A44 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f_ fabrication,handling,shipment and installation of components. necessary. [�,y A S�t 7.Designlaesassumesadequateonedrainage isprovided.two, r'f rl Y 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center II I I II I I I III I I I III TPINVECA in BCSI,copies of which will be furnished upon request. lines coincidecwith joint centeriin lines. 9.Digits idtsize of plate o Inness. c MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12'311I 2015 II 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF M1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF k1&BTR SPACED 24.0' D.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3. 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366' 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TO LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5.13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6-14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" 8 -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" 8 -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.267" 8 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" 8 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" 8 43'- 3.5" 22-00 21-09 MAX HORIZ. TL DEFL = 0.199" 8 43'- 3.5' T T f NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19"% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 \I 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 'h( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(5) load duration factor=1.6, tor/ Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) o� 0.25" I \/ / M 1.5x3 M-3x5 M-3x10 M-3x10 c D M-5x8 12^ io � o M-3x4 3 0.25'o M-5x10 M-3x4 0 a 2.75 ea2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 - ), )' J' ),12 )' )' y )' 2-05-0 5-10-08 6-02 ),2 0), 9-05-15 8-11-05 8-09-12 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - D1 e:tc�' IN of 6,4 Scale: 0.1397 //y y,��y,,�/1, WARNINGS: GENERAL NOTES,unless otherwise noted: (! V /✓// • PE 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � = 1 I�L- Truss: D 1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length , 4011110* DES. BY: LJ p v 9 9 by +41910! continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). w n r-�r�ait DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. v -y S E Q. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-- ',. �N •, design loads be applied to any component. and are for'dry condition"of use. 14' '2- "^. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. ht..y. Fi Sy 7.Designlaesassumes adequate ne dthi face is truss, C r"4 L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 I I I II II II II VIII VIII I III III TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint centerche. 19.Digits te size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF 1118BTR SPACED 24.0" O.C. 2.3=(-117) 53 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V .25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LI = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc N,M2OHS,N18HS,N16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing"I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0' Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 6'- 7.0' 12 MAX HORIZ. TL DEFL = -0.001' @ 6'- 7.0' 6.00[:= ' NOTE:Design assumes moisture content does '' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. CO0 m M r-/- cx 511111111111 cx ./.- 2►� 4►� M-3x4 ), J, 1, 1-08 2-00 4-07-12 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 s�� iN sit WARNINGS: GENERAL NOTES,unless otherwise noted: y„9 I r E c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 I- T r u s s: CSJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterany braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , ,� continuous sheathing such as plywood sheathing(TC)and/or drywait(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. F ^V SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, L` 4y O,�O t� design loads be applied to any component. and are for"dry condition'of use. /� 14 2, A"C TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if f_ fabrication,handling,shipment and Installation of components. necessary. M�"�n 1 y D Do 7.Designlaesassumesadequateonedthi facesace i oprovsea. r'T Il 1. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both of truss,and placed so their center 11111 I 11 IIII I 1 III I III IIII IIIITPIMrTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. o MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 12 r31/20nn 15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 20.0' D.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 83H 5.50' 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5' Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3' Allowed = 0.307' MAX HORIZ. LL DEFL = -0.000' @ 3'- 3.0' MAX HORIZ. TL DEFL = -0.000' @ 3'- 3.0' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. co- o 1111111111111111 1 t cf 2 111110.-=1/114► M-3x4 • 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2,4,31 �4���0( PR OFFS' JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 ,5� \ '�'1Np `�'o WARNINGS: GENERAL NOTES,unless otherwise noted; ''7/5//11'Y 4. 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �` 7G t"Gr Truss: CSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper fes! 2.2n4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,r'' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /l,�, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON 41/ S E Q. : 6051 341 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, J.-x.0-7,11, 1 design loads be applied to any component. and are for-dry condition'of use. ,� 2 A..l.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if `_ fabrication,handling,shipment and installation of components. necessary. �"R A I L� 7.Desgn assumes adequate drainage is provided. rl 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II 1 11111 II II III VIII IIII IBM III TPMAITCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. Digits Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11100 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50' 0.64 KDDF ( 625) , 5'- 9.2" 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 pafl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8' Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" r NOTE:Design assumes moisture content does 12 l not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. +:1- c, co c, PPALMIIII o/- ►� 4�� M-3x4 y y )' 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ 17Scale; 0.4821 `? 5// ' IN> `�0 WARNINGS: GENERAL NOTES,unless otherwise noted: x„f� 9 i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC =92 4111{� r Truss: CJ 1 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during constriction 2.Design assumes the top and bottom chords to be laterally braced et 401141100. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.0.respectively unless braced throughout their length by e „ continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). fy. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �```^t"". 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `,P 4c/ SEQ. : 6051339 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Lf„ 7,� aryl 4, design loads be applied to any component and are for"dry full b on"of use. I� 14 'Z- ^}- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if AI {�P fabrication,handling,shipment and Installation of components. Dnesign as. 'Ary r-� i V 7.Design assumes adequate drainage iso provided. •.r7 I�1 t». 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I IIII 11111 III II I I III TPIANTCA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 5.Digits indicate size of plate in Inches. 10. h CC MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 MI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-89) 81 TC LATERAL SUPPORT <= 12'OC. VON. LOADING 8C LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TO PANEL LL DEFL = 0.024" @ 2'- 1.8' Allowed = 0.300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4' Allowed = 0.339" 12 10.00V . 0.00 V MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.2" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and'cladding criteria. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads CO in the plane of the truss only. Co lijilliO o� =.0114 M-3x4 y 1z y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 p PRpct. JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Scale: 0.5878 ,,,,,c;, ,`(y}(j��)1N ;0 WARNINGS: GENERAL NOTES,unless otherwise noted: // s 9ryry 1.Builder and erection contractor should be advised of all General Notes 1.This design "^is based only upon the parameters shown and is for an individual :7 G/i l�C3 E r Truss: CJ 16 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at041111P Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ ,/rar - cx sheathing such asl cing sheathing(TC)d were or drywall(BC). e� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ;;II'. CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ",,v , S E Q. : 6051338 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, ,�}f ' �,. t . design loads be applied to any component. and are for"dry condition"of use. 4 1" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 1ll:t�L^x t '.. 7.Design assumes adequate drainage is provided. CC::r} y 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I 111 11 III III Hill III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/312015 11111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX IC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697" MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" 0� NOTE:Design assumes moisture content does 12 I') not exceed 19% at time of manufacture. 10.00/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in in the plane of the truss only. N O V7 CO tt .1011 o� ►� 4�� M-3x4 ,1 y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3I ,,up PROpe, JOB NAME : POLYGON PLAN 5-D NH - CJ15 �, i Scale: 0.4840 r WARNINGS: GENERAL NOTES,unless otherwise noted: v 2s/P • 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 929 OPE T r u s s: CJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len length by DES. BY: LJe ( f*w► ,, P y continuous sheathing such as plywoodsheathing(TC)ere and/or drywall(BC). ,1M. It. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 11`',-c'�. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' 1b, 44, S E Q. : 6051337 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, +* design loads be applied to any component. and are for"dry condition"of use. � �j'" 1 4 20 �"�- TRAN S I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it necessary. �+ A t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C 4.Y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I II VIII VIII III II H IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478' MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -,v MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 0NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 U) c,) vrwli o� �i 4�� M-3x4 1, J, y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 �4 ,p PROP'S JOB NAME : POLYGON PLAN 5-D NH - CJ14 Scale: 0.4821 ,c (Ne /0 WARNINGS: GENERAL NOTES,unless otherwise noted: / /5f" •9t�ryrytr t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -=7G Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at gym . Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by ai '" DES. BY: LJ p y 9 / 2xcoImpacts sheathing such as cing d required where s ownor drywall(BC). DATE: 9/5/2014 the overallstructureis the responsibilityanyp of the building designer.llran 3.In bridging is lateralhebracing ity of the where the co++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. v SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �f "+'/,1 l; 2.0\ i'As design loads be applied to any component. and are for"dry condition"of use. + 1 4 '#^ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. DnesignIll { V 7. laesassumes adequateedondrainage Iso truss, C y --1+ 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center 11 I I II I I I III III III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincideidiatwith joint center lines. 9, Digits indicate size of plate In Inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 IC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2-3=(-249) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 0'. 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -223/ 356V 0/ OH 1.50' 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.095' @ 2'- 11.8' Allowed = 0.481' (0( MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. F CD PAIIIIIIIIIIIIIIIIIIIIIIIIIMME CD -I =� 0 5 M-3x4 y 1 y y 1-00 6-00 1-11-10 PROVIDE FULL BEARING;Jts:2,5,3.41 �),'p,PR Ore. JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 ,�� �;INEt�,� `�f0 WARNINGS: GENERAL NOTES,unless otherwise noted: 92.ya a P ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =9G 1.1I r E r Truss: CJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 5. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ti r" DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,/,',41111100 - DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 77OREGONt,i S E Q. : 6051335 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. '49',Q As design loads be applied to any component. and are for"dry condition'of use. 14, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes tut bearing at all supports shown.Shim or wedge it 4I fabrication,handling,shipment and Installation of components. ecessary. RAO'i 7.Design assumesadequateon edth drainage Isprovided.sa. rl. i.. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ,. III I I II II IIII III II I I III TPIMrrCA in SCSI,copies of which will be furnished upon request. git coincideInwith joint centerche. 9.Digitssnsize of platetin inches. cvo er+ nn c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX I RES:12/31 2015 II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-336) 304 3.4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" i, MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. FIJMIII Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, V. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q Coload duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. opo co M r� TY 0 1 M-3x4 y y y y 1-00 6-00 3-11-12 'PROVIDE FULL BEARING:Jts:2.5.3,4' tip PROFes JOB NAME : POLYGON PLAN 5-D NH - CJ12 Scale: 0.3645 �'* ` 5// WARNINGS: GENERAL NOTES,unless otherwise noted: �,t]+� -f,,,. CJ12 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92 111 P E Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper /�// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ;/'"� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by la�"' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood �tt sheathing re shown d/ordrywell(BC). 'Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � nr-v r�tt )'+'. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ',?f OREGON tw,y SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, {+ design loads be applied to any component. and are for"dry condition"of use. ilj 4 fr i 4, V" ,- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. ii R»y 7.Design assumes adequate drainage is provided. 1.• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MINI VIII III VIII III II I I II TPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e. Digits indicate size of plate in inches. vv r7 n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 392H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6' -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 rift uplift at 24 "oc spacing,) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13"- 0.9' MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does /, not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, d Truss designed for wind loads o in the plane of the truss only. @1 ..- V)M 0 i o - e- -, o M-3x4 J, y 1, y 1-00 6-00 7-01-10 (PROVIDE FULL BEARING;Jts:2,6,3,4,51 0 PROpt �S JOB NAME : POLYGON PLAN 5-D NH - CJ 11 sale: 0.2976 ,'' (y(}j�)IN �r,0 WARNINGS: GENERAL NOTES,unless otherwise noted: / = 5// � e ti 1.Builder and erection contractor should be advised of all General Notes 1.This design Ls based only upon the parameters shown and is for an individual ��1 t PE Truss: CJ 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of !»r . CC continuous sheathing such as plywoodsheathing(TC)eres and/or drywall(BC). OREGON r-� DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VRE1�V N 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7f sa -rf SEQ. : 60513 33 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y .4, /+� design loads be applied to any component, and are for"dry condition"of use. �" 7 4.ad "' TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 41E. Fi�y + + 7.Design assumes adequate drainage is truss, 4 z'i t•"i» 8.This design is furnished subject to the limitations set forth by 8.Plates shalt be located on both faces of truss,and placed so their center 11 01 I I VIII VIII III III II III TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches, cC MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 1 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2.3=(-411) 381 3.4=(-192) 140 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -55) 29 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" 8 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" 8 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" 8 11'. 10.9" 12 ° MAX HORIZ. TL DEFL = -0.007" Q 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o• Truss designed for wind loads ht o in the plane of the truss only. M VIPIAIIIIIIIIMEMIM = 6-_� M-3x4 ), y ,, y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 ,0 PRQpes JOB NAME : POLYGON PLAN 5-D NH - CJ 10 Scale: 0.3221 `� (N J/ , WARNINGS: GENERAL NOTES,unless otherwise noted: le- 4,- 1.Builder and erection contractor should be advised of all General Notes 1.This design is is based only upon the parameters shown and is for an individual -:7 G 1- Truss: CJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper /!J 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at fir. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byI "- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,o0.4411111!, �-y,, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n n n ff"i�"t'�. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,,pp__OREGON 't/ S E Q. : 6051 332 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - A. 4 design loads be applied to any component. and are for"dry condition"of use. ." 142, �" - TRANS ID: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 'i 0�1,, fabrication,handling,shipment and installation of components. necessary. ' Ly t " 7.Design assumes adequate drainage is providedt y. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 1111111 111111 II III I III I 1110 TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide joint center lines. 8.Digits indicate size of plate in inches. r 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12t 31/2015 EMI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -56) 0 BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" /10.007r) MAX TO PANEL TL DEFL = -0.072' @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. coWind: 140 mph, h=23.Ift, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads rn in the plane of the truss only.V) cr f I I I y 1-00 6-00 4-09-04 [PROVIDE FULL BEARING;Jts:2,6,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ9 +N/ , _ Scale: 0.3424 /51 i WARNINGS: GENERAL NOTES,unless otherwise noted: �,((��.y E �,,... 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-319) 286 3.4=(-102) 45 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc Spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" /-3x4 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oTruss designed for wind loads in the plane of the truss only. 0co co r�vo�0 , , 1, , 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,4I '0 PR OPk- .' JOB NAME : POLYGON PLAN 5-D NH - CJ8 Scale: 0.3715 ss \ G(N8yb,� leAy WARNINGS: GENERAL NOTES,unless otherwise noted: 4P. ' 'r5/J ! `Y,. f �y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9ff92 4 i t�1� r Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper .r� 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. >�"' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..I�r. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }'r. dm "' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d ✓" '" �+ t1.. 9(T ) rywall(BC). `4 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impactoftrubridging or lateral bracing required where shown++ OREGON �`� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "j A. ! SEQ. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L{f, '�7,� ��N {� design loads be applied to any component and are for"dry condition"of use. }! 1 A, T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �1� �9 fabrication,handling,shipment and installation of components. necessary. 'Yf, ' i Y 7.Designassumes adequate drainagecIs provided. C' �,,,5. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I II I 110111111111111111111311 IIIIIIIIIIII III IIIII TPVWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:1 r1 f31/2015 ILION This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 164 7-6=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2-3=035) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3.8=034) 166 LOADING 4.5=( -68) 31 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. B'- 4.4' -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.006' @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.008" @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" A f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /10.007 : Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rDMat 2-03-12 3-08-04 * * * * 1-00}, 2-05-08 5-10-1 y 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2.8.4.51 skc° PR°'`Fs JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 *5� G1NE s',4 WARNINGS: GENERAL NOTES,unless otherwise noted: kJ �'7/5/117 1-, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C. =92 S S P E r' Truss: CJ7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �I. DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/,�, /�" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -.,� OREGON DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. F -V SEQ. : 6051329 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �f^P9q� �N0 design loads be applied to any component. and are fur"dry condition"of use. ✓ 14, 2 4. TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifP fabrication,handling,shipment and Installation of components. necessary. 41.p. A ` V 7.Design assumesadequatene drainagecis trims, LL: r1tiL 8.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center II 1111111111111 I II I I I III I III III TPIMlTCA in BCSI,copies of which will be furnished upon request. git coincidetwith jointche. 9.Digits dsize of tplate In Inches. r MiTek USA,Inc./CompuTrua Software+7.6.6(1L)-E 10.For basic connector date design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3=(-266) 237 3-4=( -90) 38 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.118' @ 2'- 11.7' Allowed = 0.481" /1-3x4 ) MAX TO PANEL TL DEFL = 0.104' @ 2'- 11.7' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003' @ 8'- 3.7' MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. Mit OO 1, /, 1, /, 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3.41 JOB NAME: POLYGON PLAN 5-D NH - CJ7 �-,;<- ��`prva �ssf Scale: 0.4129 C? "t /5/1 ,q {�� WARNINGS: GENERAL NOTES,unless otherwise noted: 1�+'y PE,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �` 7G�.�� Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper f,/J 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,r'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 4�Iar" po y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywait(BC). ,fry.- Q. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r ^i. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3T A.OREGON a 40 A. TRANS I D: 4075fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosiveosive environment. 4+-/.6-.7.13, 1 design loads be applied to any component. and are for"dry condition"of use. rLQ ..4.. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14: �P. fabrication,handling,shipment and installation of components. necessary. 414/i A I+ `„ 7.Design assumes adequate drainage istwo,provided. IR L- 8.This design is furnished unbind to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111 11111 II I 111111 III 111E11 IN N TPIANTCA in BCS(,copies of which wilt be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. ccnn n n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 u 31/2015 EXPIRES: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF It1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-236) 46 6.8=(-149) 206 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-165) 126 3.8=(-229) 165 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50' 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5' '1 f MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" --/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IH Design conforms to main windforce-resisting system and components and cladding criteria. j� Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 to 10.00 7 M-4x6 40 llillibbm, M-3x4Aimi ovt ��' M-3x4 8� U, N7 M 1.5x3 -/o 0 0 M-3x4 ), y y 2-03-12 3-08-04 J., ), 1, 1, 1-00, 2-05-08 4-08-09 L y 6-00 1-02-01 (PROVIDE FULL BEARING;Jts:2,8,4,5I 0 PROPS JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 DCII' GINE `49 a WARNINGS: GENERAL NOTES,unless otherwise noted: ./- -7 w!� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual - =]7 7� Truss: CJ6C and Warnings before construction commences. building component.Applicability of design parameters and proper 4001, 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1r DES. BY: LJ 2'o.n,and at 10'o.c.respectively unless braced throughout their length by }'* #i/e�"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓- fy.. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ''w', /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7.f ^K,/ SE Q" : 6 05132 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, F�� � oN x, design loads be applied to any component. and are for"dry condition"of use. r� } r)" 'V- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if q� c3 fabrication,handling,shipment and installation of components. necessary. 'f'7�' V 7.Designlaesassumes adequate drainage a is truss, �+-.. �{�{,.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -' III I II I 11 111 III I I II IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11 (IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10.00 V 1NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ID load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. CD r) v � /- 51�� 0 M-3x4 1, /. y 1-00 6-00 1-02 (PROVIDE FULL BEARING:Jts:2.5.3.41 skip PR ores ` JOB NAME: POLYGON PLAN 5-D NH - CJ6 Scale: 0.4578 FF f , " WARNINGS: GENERAL NOTES,unless otherwise noted: G=:J/" /� fes- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 92 L. P Truss: CJ 6 end Warnings before construction commences. building component.Applicability of design parameters and proper 0 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�1r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byIsr"` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -" CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON nr^� ��^,,a" SE �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7,, OREGON -.ar S E Q. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosIve environment, -7,,, ii_ +7, ��y� A design loads be applied to any component, and are for"dry condition"of use. S.J ji" '2„ �4' TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if16 fabrication,handling,shipment and installation of components, necessary. hTy R1 7.Designlaesassumes adequate ne hdrainage isprovided.truss, CC ri 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - - - 111111111011111111 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointain inches. 9. Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-257) 55 5.7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3-7=(-249) 216 LOADING TO LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50' 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" 8 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" 1' f NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 1( system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 v L#i C7 AIH '' - C - Mimi M-3x4 ul M 1.5x37 = 0 6 0 M-3x4 M-3x4 y J" y 2-03-12 3-08-04 1, ) 1, y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : POLYGON PLAN 5-D NH - CJ5C (+� iso Scale: 0.4046 \ 177 a WARNINGS: GENERAL NOTES,unless otherwise noted: � �" w hh..yy r9 E C"� 1.Buckler and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =7G!1 I� Truss: CJ5C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r ." 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Air fir: DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)eres and/or drywall(BC). t�. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O �c 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. "4"f OREGON L;/ SEQ. : 60513 25 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,„ �+',,� ' and are for"dry condition"of use. �" n design loads be applied to any component. 14. ° TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if - fabrication,handling,shipment and installation of components. 7.DDecessary. R R t i esign assumes adequate drainage is provided. i.- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I 11111 II 1111 III I II I IIII TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. n MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 R G IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-137) 115 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -v MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" NOTE:Design assumes moisture content does 12 ' not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. v 0 u7 M 1012111111111 Of 4► M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 4`.C1 PROP6- JOB NAME : POLYGON PLAN 5-D NH - CJ5 c,. INE p -s, Scale: 0.4821 a /5/1 WARNINGS: GENERAL NOTES,unless otherwise noted �,t�ry p ��.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -;.7G$;IPE Truss: CJ 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at �1+ DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - ,ry,. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGONc 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^af SEQ. : 6051324 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, : •, or 1 �'�,,�` ^'(^. design loads be applied to any component. and are for"dry condition"of use. - '�-- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if necessary. i fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R IL-- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 11111 I II I 11111101 I I III I I III TPI/WrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-214) 36 5-7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3-7=(-184) 135 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8' Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" f f MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10,00{7 lid Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M piii.- 8 co ----,7/- ►.17 -/ o� I M-3x4 o M-1.5x3 6 0 0 M-3x4 M-3x4 )' y y 2-03-12 3-08-04 y y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,71 JOB NAME : POLYGON PLAN 5-D NH - CJ4C ( Scale: 0.4610 r Y,7/5/1 X111- WARNINGS: GENERAL NOTES,unless otherwise noted s,92$;. (,,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual G Truss: CJ4C and Warnings before construction commences. building component.Applicability of design parameters and proper / ,�r✓'� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. +" i/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'ac.respectively unless braced throughout their length by ,�"�♦ . 440101W' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC) r'" i ty.. ng(re s owno+drywall(BC). `i DATE 9/5/2014 N the overallstructurebera is the responsibilityanyp of the building rill a 3.to Impact o bridging oris lateralebracing required the where shown++ OREGON SEQ 4.No load should applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,}_ V � S E Q. : 6051 323 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,,„ '87�i ��l A and are for"dry full bon"of use. -7 h design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 4� YP TRANS I D: 4 07540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4 f2^ty y�i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. is�'#1l L- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II I II I VIII VIII VIII(III III) TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide withizjointcenter lines. 9.Digits size of plate in Inches. C n MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF k1&BTA SPACED 24.0" 0.C. 2.3=(-109) 95 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0,0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T f MAX IC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" MAX HOAIZ. TL DEFL = -0.001" @ 4'- 8.4" 10.00 ►) NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. -w- 0-1 M -/- ch ./-4=3 ► O M44 -/ M-3x4 )- 1, y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,41 v,c) PROP JOB NAME: POLYGON PLAN 5-D NH - CJ4 +ry , Scale; 0.5377 C? `/5// { WARNINGS: GENERAL NOTES,unless otherwise noted: s,�3.y 7' �E f,,.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual :7G/*t� (- Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .-;,7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rim.. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / �" " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !-" �` Iy.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON^. /,t� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_OREGON1 1% `w/ SEQ. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.� -.7",q h "N. AN design loads be applied to any component. and are for"dry condition"of use. r� }f 14, .° �4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 44/ RAI i i 7.Design assumes adequate drainage is provided. 4.1.» 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center DB I III I II I III I VIII 1111 1111 TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coincideidiatwith joint center lines. 9.Digits indicate size of plate in inches. a [r o r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12 31/2015 11111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(-52) 89 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-171) 21 5.7=(-69) 114 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3.7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 ssfl uplift at 24 "ox spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T '1 MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 (� Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), lrji-r!jjJIltIII1111,111,11__ � load duration fforowi .6, Truss designed for wind loads in the plane of the truss only. GV 9Nco mromm7 f o� FAMMIIIIIIIIIIm o M-1.5x3 0 ►� 6 0 M-3x4 M-3x4 M-3x4 ,1 y y 2-03-12 3-08-0411 y y ), y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,71 t0 PR Ore, JOB NAME : POLYGON PLAN 5-D NH CJ3C Scale: 0.4986 „.c,„ tit `0 WARNINGS: GENERAL NOTES,unless otherwise noted: /ry �� {� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual _^9G,f F Truss: CJ3C and Warnings before construction commences. building component.Applicability of design parameters and proper r /// 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �h DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof z'c.c.and at 10'c.c.respectively unless braced throughout their length by "...Kim,. Jra" po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fy., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } GREG "t. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 i t 41 SEQ. : 6 051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t and are for"dry condition"of use. ib �}" 2O 4 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 } �y, ^... TRANS I D: 40 7540 5.CompuTrus has no control over and assumes no responsibility for the necessary. rl t y V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 47" 1 t.- 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II III II I 111111111 I III I II I IIITPI/WlCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 IC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #188T11 SPACED 24.0' O.C. 2-3=(-82) 76 IC LATERAL SUPPORT <= 12'OC. UON, LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -291 335V -40/ 122H 5.50' 0.54 KDDF ( 625) 3'- 6.1' -127/ 128V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.099' 3-06-13 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.132' T T MAX TC PANEL LL DEFL = 0.017' @ 1'- 11.8' Allowed = 0.270' MAX BC PANEL TL DEFL = -0.032' @ 3'- 1.4' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1' 10.00 V -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1' NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, v Truss designed for wind loads c in the plane of the truss only. c. L.,' 0 O p ►� ►t4 M-3x4 ), y y 1-00 'PROVIDE FULL BEARING;1)ts:2,3,41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ3cv INE. 0 Scale: 0.5917 \ rr WARNINGS: GENERAL NOTES,unless otherwise noted: V � /� 2-7 s 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 1� Truss: CJ 3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by es"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON /'' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'F 4y S E Q. : 6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes tresses are to be used in a non-corrosive environment, L7 -J,1 v OND` As design loads be applied to any component. and are for"dry condition"of use. ,�/� 1 4 2 �" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnesign as. �fR R 1 7.Design assumes adequate ne drainageh is bus,provided. '�+1 r-1 1 L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center VIII IIII II I I I I III I III IN III TPUWTCA In SCSI,copies of which will be furnished upon request. lines coincide withzjointacenter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-118) 14 5.6=(•30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 3.4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series COND. 2: Design checked for net(-5 ssf) uplift at 24 "ox spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" f MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" 12 MAX TC PANEL LL DEFL = 0 0.003" @ '- 11.5' Allowed = 0.081' MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 y MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3" -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3x41 assumes moisture content does not exceed 19% at time of manufacture. ) r Design conforms to main windforce-resisting 41 o system and components and cladding criteria. ,- M-3x5 Wind: 140 mph, h=20.2fnc TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cow �', . � e 6 �/ in the plane of the truss only. o� ��5 M-1.5x3 o M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 )' y ) J' 2-05-08 2-09-13 0-08-11 y y y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,6I JOB NAME : POLYGON PLAN 5-D NH - CJ2C � INE �i Scale: 0.5669 5/�,.r4 a, WARNINGS: GENERAL NOTES,unless otherwise noted: s ,AA �,r, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =924.PE Truss: CJ2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ..+" 00, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �/,�J' SEQ. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 1 ^.I S E Q. : 6051319 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, is.- "+% �As,� design loads be applied to any component. and are for"dry condition"of use. 1' 1 A r '2" 4- 'U .. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �+PI R I y i 7.Designlaesassumes adequate ne dthi face Is f truss,a CC t L-l"" 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center II I 11111 II I hi 1III 101 I I III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES: C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX IRES:.12/31/ 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 1' '1 MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 10.00 7 MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6' MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" "v NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Ole' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,-- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c Truss designed for wind loads N in the plane of the truss only. V) / Cr 0� ►��4 M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4I 6-00 _t4 PROre..S' JOB NAME : POLYGON PLAN 5-D NH - CJ2 ' INS �' Scale: 0.6704 (� 5// WARNINGS: GENERAL NOTES,unless otherwise noted: cf��..yy b -�'i",,; 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =JG r Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r400100, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P` tS. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !^,a�- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ,-C ,g_,OREGON ^+./ SEQ. : 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "3"-iii fl{ '�. design loads be applied to any component. and are for"dry condition"of use. -77}+' ,�4, r �'.�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if0, fabrication,handling,shipment and installation of components. necessary. fi nt i i 7.Design assumes adequate drainage is provided. C t»,t» 'V 8.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I VIII III VIII III II MI 1111TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. C o i n MiTek USA,Inc./CompuTrus s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/31/2015 II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" f f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -+, Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 10.00 01o v in the plane of the truss only. O M/- a O O 111. 4 M-3x4 k y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ1 K., D �cS Scale: 0.6954 4? "7/5//r WARNINGS: GENERAL NOTES,unless otherwise noted: a, .y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G.III�p E `{ Aftiii Truss: CJ 1 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,+^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of y 9 ( by y a continuous sheathing such as plywood sheathing(TC)and/or drywall@C). , OREGON rs.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Etav� '+'. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ",F7 v t ke SEQ. : 6051317 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, } design loads be applied to any component. and are for"dry condition"of use. - 14, 2,0�}�. TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifV� fabrication,handling,shipment and installation of components. necessary. l*f..y A t�- V 7.Designlaesassumes adequate ne dthinac a is truss,a r'i 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 1110 II I 1111 III II 1111111 IIIIIII(III TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincideictwithizjointcenter lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIllllillilll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 51&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15-16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(•1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7.17=(-463) 29B 8- 9=( 0) 0 9.17=(•357) 819 NOTE: 204 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2589) 1493 17.10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10.18=( •21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3337) 1610 18.11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 84 OVERHANGS: 20.0" 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) Connector plate prefix designators: 44'- 0.0' -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacina.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ •1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 45'- 8.0" Allowed = 0.222' MAX HORIZ. LL DEFL = -0.101' @ 43'- 6.5" 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 6.5' T T T T NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04f -05-042-05-04r 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6,0017 M-4x6 M-4x6 Q 6.00 system and components and cladding criteria. M-3x8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=1.6, 44,444,4, M-5x6(S) M-5x6(5) Truss designed for wind loads 0.25" 0,25" in the plane of the truss only. 0 M-1.5x3 + + M 1.5x3 1 M / 0) 14 1 16 T 17 18 \3 4 Ci IM-3x8 M-3x4 u•25" M-1.5x3 0.25 M-3x4 M-3x8 8 M-5x8(S) M-5x8(S) y ,1 ) J, )' y 1, J, y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y ), 1-08 44-00 1-08 9`1.0 PRoFer, JOB NAME: POLYGON PLAN 5-D NH - CH4 ,INF Scale: 0.1623 w� s` '!5/1r °1 WARNINGS: GENERAL NOTES,unless otherwise noted: �. „9.y„pc -91.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G. r 1.� Truss: CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. _ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracingof 2'sc.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ /•�� = W y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�' 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 171- OREGONto SEQ. : 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, HQ Z��a t� design loads be applied to any component. and are for"dry condition"of use. b' Y 14 P TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. fift y A 7.Design assumes adequate drainage is provided. C rT IR 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII I 11111 VIII ILII II 111 I I I IllTPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Ell This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13v(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3317) 1286 13.14=) .914) 2657 13- 4=) -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14.15=( -700) 2439 4.14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15-16=( -700) 2439 14- 5=(.276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17.12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7.16=(.457) 180 8- 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10.11=(-3039) 1229 10.17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17-11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0' 251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) JT 12: Heel to plate corner = 2.25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ .1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.201" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting T '( 1 1 system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 '( 1 1`'( 1 '('( '( '( I Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' '( 1' ft 1' 14( '( 1' load duration tactor=1.6, 12 12 Truss designed for wind loads 6.00-' M-5x6(S) M-4x6 M-3x8 •7 -,M-4x6 \16.00 in the plane of the truss only. c. 0.25" M 5x6(S) 0.25" 0 M-1.5x3 + M-1.5x3 1 M s / A M-3x10 0 a M Y1atD 13 14 '� 15 I6 17 *92 0 o M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 o M-5x8(S) M-5x8(S) y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 1- 1-08 1-08 43-09 WEDGE REQUIRED AT HEEL(S). JOB NAME : POLYGON PLAN 5-D NH - CH3 GO...GINEi_ i Scale: 0.1483 \ u 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,/ s � a �II C� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92/a PE (..- Truss: CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at440001, . DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous is the responsibility of the erector.Additional permanent bracing of . - r y„ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON � �y 'K. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VREC V N ��" 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 4,/ S E Q. : 6051315 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ '17,4 ��b` As design loads be applied to any component. and are for"dry condition'of use. 74, Z <�,"�- TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifV� fabrication,handling,shipment end installation of components. necessary. C�•�,y A t�t 7.Design assumes adequate drainage is provided. C f'i rt L' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 11111 II I I I III I III III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. n 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13.14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 3- 4=(-3183) 1579 14.15=(-1739) 4230 13- 6=(-1371) 647 WEBS; 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 IL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.16=( -367) 997 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20,0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0" Allowed = 2.142' MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads in the plane of the truss only. 5.01-03 4-04 3-05-09 2 09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T T T T T T T T T T T 12 12 6.001/ M-7x8(S) 9 a 6.00 M-5x6 M-33x5 0"P5" M-33x5 M-4x6 T2 .. y T3.. M-1.5x3 \i\/ M-1"5x3 + + 1 M M-3x8 in 0 o M-3x8 M-3x8 10.25" 0.255 M- 3x8 16 *q2 o M-7x8(S) M-7x8(S) J, ), 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1.08 43-09 ,c\t.d PROr1= JOB NAME: POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 \� C(y(/�/(�' �s, WARNINGS: GENERAL NOTES,unless otherwise noted �.' "ry /�r- " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9211 IRE E c- Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7,,, ,q_OREGON t., {{j S E Q. : 6051314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used in a non-corrosive environment, N design loads be applied to any component. and are for"dry condition"of use. JU 14, G, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary.. t*ly A ty 7.Design assumes adequate drainage is provided. �•".j'F tl l.- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II 1100 I II I 111111 I ION I IIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20n 15 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.13=(-1956) 5870 3-13=( •154) 354 2x6 KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13.14=(-3060) 8274 13- 4=( .486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6.14=( .92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 10'- 0.0' V 4- 6=(-5996) 2126 16.12=(-1910) 5602 14- 7=( •486) 380 IC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0" V 6- 7=(-8588) 3228 7.15=( -534) 394 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8.10=(-5882) 2106 B-16=(•2866) 1340 9-10=( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24'OC UON. FOR IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6614) 2318 16.11=( •190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116,7)= 533.3 LBS @ 34'- 0.0" 11.12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.) nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = •0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0" Allowed = 2.142" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads f f I' - in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T 1' '4533.30# 1' 1' T 633.30# T T 12 12 6.00 M-7x8(S) a 6.00 M-5x6 M-3x5 0"25• M-3x5 M-5x6 T2 6 _ y 13.. a, M-1.5x3 \/\/ M-1.5x3 + + 1 coM-3x8 0 c 13 14 'f f 15 16 *12 o M-3x8 M-3x8 0.25' 0.25' M-3x8 0 M-7x8(S) M-7x8(S) 1, ; y y J, y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 1-08 43-09 hp PRQp�s JOB NAME : POLYGON PLAN 5-D NH - CH1 .4:(e .° +N�)/�,,, s/ Scale: 0.1499 Z\ {�, /5/! / dI' WARNINGS: GENERAL NOTES,unless otherwise noted: !� t�3 i- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual �' s J2/11!'L r Truss: CH1 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. -►' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at moi. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4Ja '" DES. BY: LJ ....rain.. 42011.P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 �p� ^V SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , '-.2.47 ��N �A' design loads be applied to any component. and are for"dry condition'of use. ,/� }' 14, TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary. A 1 7.Design assumes adequate draiface is truss,a r-y 11,. 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center VIII I III VIII VIII III I 1E111111 II IIII TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincideintwith jointacenter lines. 9.Digits cafe size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2/31/20155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3164) 1308 10-11=( -431) 1847 4-10=(-746) 536 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11.12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5.11=(-396) 1027 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156' MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208' MAX LL DEFL = 0.205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-11-15 21-09-01 Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. T T f T f f f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 12 load duraHeigtion factor= 1.6 'Cat.2, Exp.B, MWFRS(Dir), 6.001/ M-4x6 \I 6.00 4.0" Truss designed for wind loads 5 ,v' in the plane of the truss only. M-5x8(S) g%‘.0.25."100000,00°."."....... .25" 0M-5x8(S)25. " 00 oe M-1.5x3 /\pM-1.5x3 07(9-\ • \ / () M38 o 0 Ny_ 00 A l 4) 'Z 18fi 0.2511 12 **8 c. o M-3x8 M-3x4 .25" M-3x4 o M-5x8(S) M-5x8(S) 1, 1, 1, 1, 1, J. y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 ti4CD PR Ore.' JOB NAME: POLYGON PLAN 5-D NH - C3 Scale: 0.1508 ,c0 r QIN `-i17 „A WARNINGS: GENERAL NOTES,unless otherwise noted: �„ / /( f� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' -92 a+I�E { Truss: C3 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Ir is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous BY: LJ /'!m'"-- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 OREGON DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !,' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. w,f SEQ. : 6051312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A-w ' y� design loads be applied to any component. and are for"dry condition"of use. +,,/ }" ' 4, y, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (3 fabrication,handling,shipment and installation of components. necessary. -r..,A 1` -- V 7.Design assumes adequate drainage is provided. GG t^f rl 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I 11111 II I I I III II 111 I II IIITPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. indicate Digits ndicatate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11100 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2.10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF 011&BTR SPACED 24.0" D.C. 2- 3=(-3345) 1280 10.11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11- 5=(-406) 1050 TO LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- B=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- B=(-3348) 1281 6.13=(-183) 618 OVERHANGS: 18.8" 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 Connector plate prefix designators; LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" f T T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. T T T T T T T 12 12 Design conforms to main windforce-resisting 6.00 I/ M-4x6 6.00 system and components and cladding criteria. Q 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 4'7' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M•5x8(S)" • !. '%4% 1444,%41:2.M2-55.x. load duration factor=1.6, 8(S) Truss designed for wind loads in the plane of the truss only. 0"25 o M-1"5x3 /\*-1.5X3 3 + M N 10 11 ', 12 13 .....r` o o M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) k y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH - Cl �, ci►tvi Scale: 0.1506 Jj 0 WARNINGS: GENERAL NOTES,unless otherwise noted: � - s ry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9G 1!.F E r Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at err DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by x�Mm r, continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ vREI�i" SEQ. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `7 ,_ /.c/ : 6051311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- °9flit A, design toads be applied to any component. and are for"dry condition"of use. , .. �" /4, 'Z, IN-'�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , {3 necessary. Ft R t+ S.+ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. RIO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1E1 I II I I I III I Ill 11 TPUWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7' -39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desipn checked for net(-5 psf) uplift at 24 "oc spacinp.J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9' Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0,000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 1-11-11 NOTE:Design assumes moisture content does f f not exceed 194 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -, Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 load duration factor=1 .6 Cat.2, Exp.B, MWFRS(Dir), 10.00 V Truss designed for wind loads '' in the plane of the truss only. fin 0 0 0 Cd Chi crO o/- 1� 3�� -/ M-3x4 ), y 2-00 !PROVIDE FULL BEARING:Jts:1,3"21 to PRO6- JOB NAME: POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 `-0 GINE lb '7/5// WARNINGS: GENERAL NOTES,unless otherwise noted: r t^,��3y b C -� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 9 G 1 11t�t_ c' Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 40,:ge . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �Ir DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 44mmrr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). '• n. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after at bracing and 4.Installation of boos is the responsibility of the respective contractor. 7 �}_OREGON 4" loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I-- f.f �ho design loads be applied to any component. and are for'thycondition"of use. /.0 'Q 1 ZQ .�. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at at supports shown.Shim or wedge if �P. fabrication,handling,shipment and installation of components. necessary. /1 }•��`A t` 7.Design assumes adequate drainage is provided. rl f- 1 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 IIID VIII VIII VIII I I IIII IIII TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. B.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPI RES:12/31/2015 I 1100 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" 0.C. 2-3=(-205) 171 3-4=( -58) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -161 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 --f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286' 12 0 MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 10.00 7 MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Lo Truss designed for wind loads in the plane of the truss only. V) '-/- 0 o/- ►� 5►iN M-3x4 y y y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - BJ3 �. 4 ?�Rt? 6,�f Scale: 0.5270 mac; "7/5//r WARNINGS: GENERAL NOTES,unless otherwise noted: n++�� ncy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual .92 f t 1�E 1- Truss: - Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �+ DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I�fil/m► it r ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r�-. ,y., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �'``^i. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,-P 4,4( SEQ. : 6051308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, t f N+yt and are for"dry condition"of use. ..,,rr,, }'_ design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if £-'r q- /4, {j,�` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. �f 1 i V fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ,Ft�1 L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111101 I (III I I IIII I III III TPINVECA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. indicate Digits size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/t 31/2016 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-95) 77 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50' 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' 8 -1'- 0.0" Allowed = 0.100" I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' 8 -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042" 8 2'- 5.3" Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039" 8 2'- 5.3" Allowed = 0.458" MAX HORIZ, LL DEFL = -0.001" 8 3'- 10.9" 12 .- MAX HORIZ. TL DEFL = -0.001" 8 3'- 10.9" 10.00 VNOTE:Design assumes moisture content does not exceed 19% at time of manufacture. (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 CO cO v o 4 111 -41 M-3x4 y 1-00 4-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - BJ2 c INE , Scale: 0.5824 �,, { 15/! WARNINGS: GENERAL NOTES,unless otherwise noted: ��C. e �1-„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =:7G I+i"t.... Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at air. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byma� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . fy., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON , '`^f. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7t ,?��kJ , 1,0 SEQ. : 6051307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L+� a/� A `� design loads be applied to any component, and are for"dry condition"of use. r 14. ON 2,0 ^�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. 1+ n{ 7.Design assumes adequate drainage is provided. t 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II 11111 III IIID VIII VIII VIII IIII IIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2.3=(-67) 43 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �QQND. 2: Design checked for net(-5 psf) uplift at 24 "Etc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.131" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0.005" 9 1'- 12.0" Allowed = 0.206" 10.00 MAX HORIZ. LL DEFL = -0.000" @ i'- 10.9" MAX HORIZ. TL DEFL = -0.000" 9 1'- 10.9" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, oo Truss designed for wind loads in the plane of the truss only. N C7,,,_ Viiidill O o� ►4 -V M-3x4 y ,1 y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : POLYGON PLAN 5-D NH - BJ1 +N f Scale: 0.6882 ? c) /5// (1 WARNINGS: GENERAL NOTES,unless otherwise noted: w �K,,.... 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual -t g 2 1 P{-E Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 11i . DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40010 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ••"'" ' fy. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37/' ,„g_OREGON Q* 'K N 1(f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L-- "7 � design loads be applied to any component. and are for"dry condition"of use. }' .� ' 2" - TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Cy fabrication,handling,shipment and installation of components. necessary. t { y� 7.Designlatesassumes atedadequate drainage istru ,provided. } ,,,b•• 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center -.. :. II I I III III' IIII 110111111 I I IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. +� MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:.12/31/201C U Thiis IFIesignBpreppared from computer input by LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13.14=( -674) 2628 3.13=( .126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL SUPPORT <= 12"OC. VON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 4'- 0.0' V 6- 7=(-5838) 1502 16.17=( -528) 2170 4.15=(-7398) 1894 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'• 11.5' V 7- 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5' V 8- 9=(-3932) 1020 18.19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)0 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9.10=(-5328) 1322 19.10=( -908) 3932 16. 6=( .128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'• 11.5" V 10.11=( 0) 72 6.17=( •678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0' ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -912/ 3929V -83/ 74H 5.50' 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3' -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625) Y,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND, 2: Design checked for net(-5 osf) uplift at 24 'oc spacinad Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = •0.032' @ 4'- 1.6' Allowed = 0.400" 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX TL CREEP DEFL = -D.062" @ 4'- 1.6" Allowed = 0.533" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.036" @ 14'- 1.5" Allowed = 0.537" 9" oc in 1 rows) throughout 2x4 webs, MAX TL CREEP DEFL = •0.100" @ 14'- 1.5" Allowed = 0.717" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 20'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 MAX HORIZ. LL DEFL = -0.009' @ 19'- 6.0' 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020' @ 19"- 6,0' 1' 1 T,128# T f f f 028# 1' NOTE:Design assumes moisture content does 12 12 12 not exceed 19% at time of manufacture. 10.00/ 10.00/ N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 • Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 8 4%4444444444444\ load durAll ation factor=1.6,Cat.2, Exp.B, MWFRS(Dir), M-4X6 M-5X16Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3in the plane of the truss only, 3 D 00 5 co AlMill,11111111111-...adilW-* ...41111 mum . r o '1: . r 1 - 12 13 14 15 16 V 17 18 19 1 M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x1 0 1 ,, ), ,, ,, M-8x14,, ,, ,, "1,,3584# ,, y 1-09-14 2-03-11 2.01-15 2-03-11 1-01 2-03.06 2-01-14 2-00-02 3-09.14 8-04-08 0-05-08 11-01-08 1-00 y ), J, •;1 , ..: , • d 19-11-08 1-00 Ope JOB NAME: POLYGON PLAN 5-D NH - BH1 c'SIN'cc k..,p a,„ i Scale: 0.2765 4rS !'z-ty',5/,4'1 O1, WARNINGS: GENERAL NOTES,unless otherwise noted: 7. 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. '" >)P E tr Truss: BH1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES• BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/",err 14 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + rs. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ll',�•4'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y1), W SEQ. : 6051305 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2.0N 1 A4 and are for"drycondition-of use. L/ 1' 0 `-'� design loads hasbe no control to any component.su 1 , TRANS I D: 407540 5.CompuTrus no over and assumes no responsibility for the 8.necessary.assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. t y R10- 7. 1 y - 7.Design assumes adequate drainage is provided. C r'7 rl L B.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their renter IIIIII VIII III III III 1111111 TPINYfCA in BCSI,copies of which will be furnished upon request. Digit coincideinatwith jointacenter lines. 9.Digits size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MTek) EXPIRES:12/31/2015 II II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100' 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.054" T 1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 O N C7� cr0 O� 0/101010 4►3x4 i, ), y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - ASJ1 c GlN Scale: 0.6772 4Crl5ll` L+ WARNINGS: GENERAL NOTES,unless otherwise noted: h.y 7' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =7G 1 t P E r Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced atr DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r 4IR*' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -, ,y.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vv �'+' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " OREGON -.4r SEQ. : 6051304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Q�� design loads be applied to any component. and are for"dry condition"of use. 4 '1 4' ""t TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if nfabrication,handling,shipment and installation of components. Design as. " R�i 4 7.Plates assumes adequate ne dthi face is truss, '� 4.5.E 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II III VIII III II I I IIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( D) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-138) 101 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, C N, Truss designed for wind loads 0 in the plane of the truss only. in co r/- frAjilillc o/- 111.-- 1 4►� M-3x4 y y y y 1-00 2-00 3-08-11 (PROVIDE FULL BEARING;Jts:2,4,3I tO PROp " JOB NAME : POLYGON PLAN 5-D NH - AJ3G+NE Scale: 0.5270 \ {2 WARNINGS: GENERAL NOTES,unless otherwise noted: .�y �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e.9G 1(1 P E (- Truss: AJ 3 end Warnings before construction commences. building component.Applicability of design parameters end proper /J 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1+. DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } 1,iro�" p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! - ty�. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `•c. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ""'.r gyp_ j{j SEQ. : 6051302 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 �! A design loads be applied to any component, and are for"dry condition'of use. f,+� "'? 1 4 2. t``t- T RAN S I D: 4 07540 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling, necessary. _ n 1 k_� shipment and installation of components. 7,Design assumes adequate drainage Is provided. Il 8.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111 HUH VIII VIII IIII II I II TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate size of plate In Inches. 10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 41 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2' -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 -7 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054' 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 0 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cr03 load duration factor=1.6, Truss designed for wind loads 01 in the plane of the truss only. M7- O c �� 410.-=-11111_ - M-3x4 ), ), y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3I c1,03 PRoFe JOB NAME : POLYGON PLAN 5-D NH - AJ2 5. +r� 1st Scale: 0.6371 o WARNINGS: GENERAL NOTES,unless otherwise noted: r92yy/,11 '..9. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =7L,,,,P t- T r u s s: AJ 2 end Warnings before construction commences. building component.Applicability of design parameters and proper /Jr/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v r- 4. OREGON u(K�' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 ".I SEQ. : 60513 01 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. �, �NQ'' and are for"dry condition"of use. +'' As design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if A� i , E}, ` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. °+'1�C PRO- 7. l y��4 V fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. F?R 5-' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I II I I I III II I I III TPIM?CA in SCSI,copies of which will be furnished upon request lines coincide with joint center lines. e.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015: Fill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0. O.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054' T "' MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10,9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19%s at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. 0 0 N mf- O o� ► 4► M-3x4 i, y /' 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I Op'' JOB NAME: POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 ,5 "INE ` b /5/1 1 WARNINGS: GENERAL NOTES,unless otherwise noted: ��,,.. �11 ��bC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7:7 r"1._ T r u s S: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper -- - 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 111111111!., f1+ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON�t ^t SEQ. 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,q_OREGON 4u : 6051300 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l% "47 A's design loads be applied to any component. and are for"dry condition"of use. ,� ^�- TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if }' fabrication,handling,shipment and installation of components. necessary. e 4 7.Designlaesassumesadequateonedthi ae isprovided.sa. �„ 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II IN II I I III 1 III II 1111 III TPI/WTCA in BCSI,copies of which will be famished upon request. lines coincidewith joint center lines. id 9.Digits indicate size of plate in inches. 10. EXPIRES:USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31i2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10.11=(-2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11.12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(-1910) 8634 11. 5=( -718) 3206 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7.5" V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5° V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5' -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADOL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8" Allowed = 0.535' nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" T 1-11-11 T 7-08-02 T 1-11-11 T NOTE:Design assumes moisture content does not exceed 19'o at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting 12 ♦21.30# T 21.30# 12 '' system and components and cladding criteria. 10.00/ N 10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 A -4- 5- --i- 144*4.130:_____________I.,_ •I1/ - � M-5x10 r/- _ - _ -�_ _ lL\ i \II �7 o - - U' ISI �, I 'II,� I I o o� _ 9 10 11 12 13 8 o M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 1, y 1, ��3584# y 1, y 1-09-14 2.00-13 1-11-01 1-11-01 2-00-13 1-09-14 , ) /, 1-00 11-07-08 0 PR ape JOB NAME : POLYGON PLAN 5-D NH - AH1 GINE., -r Scale: 0.4231 4., /� { ' WARNINGS: GENERAL NOTES,unless otherwise noted: a ffty ryry r b 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 t 11 r { Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 11 . DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by iea"^' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * OREGON rv.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ti avN 5' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. v tJ -.y SEQ. : 6 051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4 4, Ntx A. design loads be applied to any component. and are for"dry condition"of use. 14 2:0 "^ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if .«y fabrication,handling,shipment and installation of components. Dnesign . fiFi 1 x . V 7.Pesign assumes atedadequate hdrainage is oprovis, 4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II III I Ell I I I1II IIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). l0/1 ,'`` „#0;c p 0rfi„ .0. if .. rf a ‘T/ $ N ..„,,,,,,,,„e,.....:;, 6::;,,.4.... t *0".4%r s i 1,—,,- :y; pj ,,,d JO ,ma x yam/) l()111//, .`;s t. t i�4 a�- y w�+"mi p l'® ."i t 3Oi t 1.� i 6-4-R dime`prowin9sn°',_ T P,u.. of orr_ by r�, d1a9°n edesignedterolbr°Ices acing must pnalvlduall Qirve Tor )O%S T00N 3 2' tvlunde+NsssPequirepro9n9'°Sdeed• AND pR1EN Dint unless x,y 2 4 may Deng should xceed t e design load rig sh Wn onds never CATION {e on i CHORDS bi4" Cent15 are ies t onoth si esof truss 1Z�P CHAR 3. Never aaiedaK on`nQdeQvatelY bracentothe butler and d. pimeensio sae both sides stock m 1s muss design property owner 1 plates ed teeth. AO4.stockProve crials onroatron d juate Plop °the!• PPd tarry rmb Q de ogher:1nterested P lightly a9°`nst each an 0 ~ 5 di of members to bean 9 face of tr d sNpne choint at j 0 1'16 OMGHOR�s 6 5 6. Placeplates dtembr gut tedYPNS11TPIbNProjectedfrom 1-- For BOAT Idol ora es be surtANSIITPI l. SE es truss ofd will umber 7 pCKWI De19n assumes In accord tens of atron• rally 10 B y NUMBERED HLETOINTD ARTt{EST TO 1. the envlronm noted,moisture fabi c for cote poi 4 x 2 orientation, n e from outside LLAlE) embed `sen.Knots at time a P• bleen lumber. GENERA RTING A Unless teed t is not P 1io!9re plates 0 AROUNARE THE ZRUSS SIA END OW 8. snot not e% the design treated, � a{trU55• not ed,preservative edge E LEFT. IDENTIFIED 9Y Unless expressly dant,P{esery sideration andtrce Is 10 8 TH WEBS ARE 9• use with lu, ric for General pia s mbol InalCn of seots In DS AND st is the NUMBERS I LETTERS. mbe!Is°of truss ad flection• ImenSjOns Zh15 Y direction I 10•CQ srbrldY de requireddtor Plates APPRpV AEs resp corbei for dead to cation d Gonne le in Mil el(20120 OBGt t✓ODE Prate type,p�rerrilnlmum Plahn9 r aia d site,and flan details available PCC ES Reports*. 1988 r T.Indicated all be of the species r than that to iota on request. 131 1352,ESR q7.ESR-37$2. be!used shall to or b *Slo+tw ore°r uP 1 ESit 62,ESR-13 Lum equalprovided at 12•In all respects, d s P is the Plate ESR ESR-23 or Pur11n 3g07� ecifl e Imens1On alar ER- sheathed endic sP nir be she n. spacing, PIATESItE jhrtirstd dPerP os follows: Topchardsm design. ting°te5epoted don width measured dimension 1s 13.spacing indicated a1 rat V. :Icing de519notio ea rg !ds require I ailed,unless oih others. �/ 4 WOSIOts•Second Para11e1 t0 slots. ern Pine lumbers as Pu1es 4.Bottom chords is`nst resp°nsibrrdY°f 4 n the length South resents va 8,1C in r'2.0051'2012140S d�new vaW r ar 1ess,tf n are the out ngprior of shown Without ON VP represents en MSC pe or)ane 1,201 3 Connections n r truss member or ploie NG`ocP and!or SP represents da T 5.c of cut or altene Wc°• ted othen"n5e `ATERA�gRp,Cl Cjy Symbol 5 sect n Ot the W1tY1 16'aPPrOv°I of and verticals/unless indicated ase vnaonsutd lndicotedin thebract�gcin9 Reserved Install andtoaortre dlunrerform°n gnsks C �ij� by test. Use 1 or 1 b ®PII Rights 17. igen ate or P output. Mil ek use of green health e use. words d ©2012MOt vlrand er before t back, e 1 it 1ndlCate Ta•pfojecr engine deslg v�iin9 Pictures Dion 11 w all P°rrlo fp{ef use.Rev1e ravings Witt n where b but T9 and Plctvlesl be ce vary es manufacture in accordance ateS joint is not sufficient. 1 BEARING I`clppo5 se a;on Indic 5 s occur. n Cole a. bearings only• 20 N 9 TPI 1 Quality reaction where for crushing num--mown Is Ili � Job Truss Truss Type Qty Ply 5D R41832567 PL14-92_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4= 6 a p N7.-- A 1dXX exJ° X 9 8 3x4= ) 3x4= X 3x4= 3x4= I 3-2-10 1 3-9-10 I 4.4-10 1 8-6-8 1 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,V): 18:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `.y.,t'TOMO TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=926/0 e" BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 Ocj 4F WAST,r, WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 J �4 r� `t�C� NOTES '= =' % t 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. - 1' 47- 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. le 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 4/, be attached to walls at their outer ends or restrained by other means. O !C' SO 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. , DIST 0 The design/selection of such connection device(s)is the responsibility of others. S'10/SIALj1 1 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard - 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 c3 PR o,'So Uniform Loads(plf) Q� F Vert:7-10=-8,1-6=-80 , �&INF� ,-;/ , Concentrated Loads(Ib) � • �C? 9 2-9 Vert:11=-169(B) 87022PE r"" t'v �Aj, °REGO (o 4rti .pOn AMBER '\1 �p OS A. HE'C'1/4 C4.P EXPIRES:06/30/2015 April 22,2014 ®NARNINGG-Jefydesign paa fetrrsandREADhLTESONMHISANDINCI11DEDMITEKRs:FER€Nita PAGE MII-1473my.//25/20149E REUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown di is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permFYi anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I!0 fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/1PII Quality Criteria,DSB-89 and BCSI BuBding Component 7777 Greenback Lane,Suie 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 if So utfiern Pine)SP(Iurnter is specifier:,the design values age those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply 5D R41832566 PL14-92 UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 0 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuC?ftj_BenszOTdAOzOQSZ I 1-4-12 I 1-4-0 I 1 1.5X3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 A k .). 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 .-ONIO N.�A� NOTES OG? v'q+jAS �Y 1)Refer to girder(s)for truss to truss connections. G, -14 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' I 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ° Z N be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. -7r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). '"d 49639 LOAD CASE(S) Standard ' ' G.IST'E� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 � 'ONA� Uniform Loads(plf) Vert:4-5=10,1-3=100 Concentrated Loads(Ib) Vert 2=-188(F) ��v,04 PR 04- 870 2PE r- V N ,cv tv y AiOREG•N (f' u✓ 0 BER 1's O 0" A. HER�A EXPIRES:06/30/2015 April 22,2014 WARNING-Verify design parameters and READ NOTES ON MIS AND INCLUDED W77EJ(REFERENCE PAGE N72-7473 ren 1/29/2314 SEP385155 � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding €YG I fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/r%1 Qua1By Criteda,DSB-89 and BCSI Bolding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Hei hts,CA,95610 M Southern Pine$5P}tuerer�is specified,the design valises are those effetely.86/01/201.3 by ALEC g Job Truss -Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Referencelootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-kbKW3COATUgJGRtbAsppjgfhlTGkS57ikMj3eyzOQSa I 2-6-0 i I 2-0-15 11 1-2-0 11/-451 • Scale=1:24.8 • • 404= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 e o o N N e e •e e o a e I ) 13 12 11 10 3x4 = 3x6= 3x4= 4x4= 3x4 = 10.6-7 11-2-15 I 9-9-15 9-1117 411-1-7 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. .t ONIO TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 vs,- BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 o' e WAS WEBS 6-10=744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=1441/0,7-10=0/948 CJ AQ, EC' 4r t"t c —% ' L NOTES co t —, 7. t0 1)Unbalanced floor live loads have been considered for this design. `- N 2)Refer to girder(s)for truss to truss connections. 4.7 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. . t r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O J'�f9b3R�� k/ be attached to walls at their outer ends or restrained by other means. ISTL 1 LOAD CASE(S) Standard �kZaNAL ����c, NG)N�FR /0�9 87O22PE r / U2 �'©j„ OREGON 4,:',.✓I -55O AMBER 1{' OS A- HEC\�P EXPIRES:06/30/2015 April 22,2014 4e ®WARNING-Verify design paramefnrs and R 45 NOTES ON THIS AND INCL UDEG MITER REFERENT PAGE 19II-1473 rex 1129/2015 BEFORE USE I Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �T��•- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [ fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPil Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISM).lumber is specified,the design Yatuesare Shove effective 06.101/2013 LN ALSO Job Truss Truss Type Qty Ply 5D R41832564 PL14-92_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOQSa 2-0-0 I 1-10-1 I I 1-2-0 1 1 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 it ee P = O ® O /` O � e e e 1.. 11 109 8 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 1 8-9-9 1 9-49 1 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oIONIO TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=1183/0,5-6=1183/0 �� BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 0$ o' 4t(.t�,34,, r WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 $ }�W1'0 11, NOTES `�z co vis K= 1 X11 1)Unbalanced floor live loads have been considered for this design. '' y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4.1) . be attached to walls at their outer ends or restrained by other means. 49639 o,4 .4Grsr ' LOAD CASE(S) Standard '.‹Ss L �`S ,� tit� PRo �(;� �� NE -r ��--gyp () 87022PE r 9 SAT OREG N ti9 >�t/ 90 s 8ER \\ 44 ©S A. HER. EXPIRES:06/30/2015 April 22,2014 t ®WARNING-Verify design parameters and READ MES ONMIS AND MIMES MITER REFERENCE PAGE1411-1473 me 1129/2014BARSUSE � Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - k Ml � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1i fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 N Southern PineISpl isectrer is specified,the design values are these*elective 06/132/2OL3 By At$C Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 Floor 6 1 Job Reference(00110081 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mirek Industries,Inc.Mon Apr 21 15:40:24 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd8IaAT7Xn3vFjbjZVi_W5VzOQSb I 2-6-0 I 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5)(3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o I \�. e e / \-e i ,,:lN N ;. e e 1• 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-1111 1p-3-1111 19-3-0 I 14-0-3 0-14 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): (12:0.1-8,Edael,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ozONIO fxh TOP CHORD 2-3=3066/0,3-4=-3066/0,4-5=-3885/0,5-6=-3885/0,6-7=-2736/0,7-8=-2736/0,8-9=-2736/0 �C/� BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 © 4V WAS/44, "k WEBS 7-13=0/459,8-12=-585/0,2-16=1962/0,2-15=0/1347,4-15=723/0,6-14=0/583,6-13=940/0,9-11=-1985/0, � 4{ - `` ice`j 9-12=0/1209 _ 0 ,d NOTES 1 N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. .` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 49639 4, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to {jam k P R be attached to walls at their outer ends or restrained by other means. , -ZONAL LOAD CASE(S) Standard '< D PRop -44 -57 G`INE 04k,9 1045 8 t 2PE 1 <- cn V r, ti - -0), OR EGO ciQ oll/ Vie F'�'r$ER Ai 4 °s, A. HST' EXPIRES:06/30/2015 April 22,2014 it it I1AR//785-Verify design paramelrs and READ NOTES ON MIS AND INatIDED M77EK REF€RENO:PAGE Pf71-1473 rec 1/29/2034 DE-ORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibillity of the 9 .k< erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 K fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intonation available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Scaattrerau Pine1SP)isan baris rpeslfaed,the design wellies are these effective 06/031201.3 by ALSC Job Truss Truss Type Qty Ply 5D R41832562 PL14-92_UP F12 Floor 6 1 Job Reference(optionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXIUYoDDmeWNwxtab17jC3RnLeFaOwfYW AJQG2EzZ3zOQSc I 2-60 I I 2-35 1 1 1-2-0 ii 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 11 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 N I- / 111141111414141111111111141! e —_ O \ a o 0 / G N ! G 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 1°1113 11-3131 1 16-5-8 1 10-0-5 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. S,tONIO t,_ TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 Q,1 `Z BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 O Q,}V11AS-v WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 W NOTES "� QSt c '` 1 1)Unbalanced floor live loads have been considered for this design. i 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-Pi 1. Mfr 49639 , 1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `d be attached to walls at their outer ends or restrained by other means. �a 'I4' GISTS 1 LOAD CASE(S) Standard -( 0) PRQp 8 f 2PE ,c- � �m zr" ti y Aj, OR EGO q, 4/ 9t, `�"weER 1i ., CIS A. HEAP EXPIRES:06/30/2015 April 22,2014 1 $ 39ARfdIAG-Verify design yammerers and READ MESON THIS AND IM2IID€D f97T€K REF€R€fes PAGE WI-1473 m e:1/29/2016 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown il is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector.Additional perIY[ permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/FPI'Quality Criteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 itSouth.crs Pint(SP(lumber is 1,90a-red,the design values are those 4ffective C6,/O4/2oB3 by ALM Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP Ell Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-oDDmeWNwxtabl7jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 0 AN. ee e 1 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4/6-g 8 -8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edge),f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `i,,1-fONIO TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 V„ BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 ©c? o�WAS-1 .77, WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 G A r, 410 NOTES ,z CO t7-4 f "L N 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. or T '; 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49b39 w be attached to walls at their outer ends or restrained by other means. O ISTCg$ ,4(L LOAD CASE(S) Standard �10/VALV'- cfic.4�p P R°FFtG S� ip,--. 9 -2-___.w 'z- 87022PE �'- r" y 'dj, OR EG N rT� wti 'A fiMBER \1, �p On A. H -'i EXPIRES:06/30/2015 April 22,2014 1 F ®WARNING-tree)design paraaetrs and READ NOTES ON MIS AND 18C wED MUM REFERENa PAGE NII-1473 mw 1/29/2014 BEFORE USE Design valid for use only with M1ek connectors.This design is based only upon parameters shown.and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theIp*-'rek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYl fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(8P}lumber is specifier,the design values are there effective0'/01/2013 by ALSSC Job Truss Truss Type Qty Ply 5D R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-K1 fOQAMIAZSkPz80VjG6522FQFHaFeKG2OVP1 dzOQSd 1 1-10-12 1 1 1-9-11 11 2-6-0 I 1 1-2-0 I I 1-0-5 1 Scale=1:29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 II 304= 1.503 II 3x4= 1.503 II 1 2 3 4 5 6 7 8 9 : e ® e _ o e ` e N O o D o e -n 16 14 13 12 11 10 ' 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= 1 2-1-12 I 16-10-12 I 2-1-12 14-9-0 Plate Offsets(X,Y): 16:0-1-8,Edgel,f11:0-1-8,Edgel,116:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) SONIO 14, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Or'? 04 WAS.. TOP CHORD 2-3=0/259,3-4=0/259,4-5=-1534/0,5-6=-1534/0,6-7=1423/0,7-8=-1423/0 () ,& ,, _ 4'C BOT CHORD 15-16=-1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, ', b . ' a � Jo- O d 10-11=0/1085 co 4 �- 7, ,ii WEBS 7-11=-257/0,2-15=-1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, _ N 2-14=0/1449,8-10=-1171/0,8-11=0/549 �a�lr NOTES {+ 4 Th wA 1)Unbalanced floor live loads have been considered for this design. O � C� 2)Refer to girder(s)for truss to truss connections. •' OISTR 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. ��S'ONAL' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. � _ D PROFess LOAD CASE(S) Standard w,\N , ,, (VF�� /, 870 2PE p • y NvAj, OREGO cfcV t/ 9O cc118ER1\ SSA. Hs?' EXPIRES:06/30/2015 April 22,2014 i 6 ®WARMING-Verify design yaoanie lors and READ NOTES ON MIS AND IN.IUDED MITEK REFEREMQ•PAGE KU-7473 ree 1/29/2018 9b4OREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the /� �y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITe fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Balding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine:SP}lumber is specifies:,the design values�are those effective 09-/03/2033 fsy AIN9 Job Truss Truss Type Qty Ply 513 R41832559 PL14-92_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr21 15:40:21 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rq5?DgLgQFKtnpZgxOltYqV7Rs0HWNn7pklsUBzOQSe I 2-6-0 1 0-546 I 1-2-0 I I 1-7-2 I , Scale:1"=1' 11.5x3 II 2 3x4 = 31.503 11 4 304= 51.5x3 11 s 00 Q{! _ • e e ¢ b 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= 3-0-14 3r2-¢ 3-9-6 I 4-4-6 I 6-2-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,V): 14:0-1-8,Edae1,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (hoc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o tONIO ite TOP CHORD 2-3=362/0,3-4=-362/0 t�� BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 O$ Ov wS.F A [jz. , WEBS 2-9=-456/0,4-6=-424/0 tJ ' `'V rit"'�>°, '•'6. d NOTES + r 4,- Is iri 1)Unbalanced floor live loads have been considered for this design. ` N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "'349639 W'g` 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to D, '�0IST"ER ' s be attached to walls at their outer ends or restrained by other means. '1 WONAL P'1 LOAD CASE(S) Standard �ti�' D PR°PFss ��5 �NGiNE�cR /02 cw 87022PE �<' N -7 �'0j,OREGO rte OIU� �O ' I ER 1'� C-. �`. A. HO; EXPIRES:06/30/2015 April 22,2014 t r ®WARNTh2-Verify design paraneMts and REAL NOTES ON THIS AND INCIUSED MITER REFEREM'I PAGE N77-7473 rex 1/29/2026 BEFORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. MI I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the R�p � - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYl fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Bulding Component 7777 Greenback Lane,Suite 109 Safety Infomrallon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 8 Southern Pine ISM-lumen is Wei Med,the design values ant those-effective 06/01f2013 by ALS Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40Jykz0QSf 2-6-0 10-5-10 11 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 8 eo e 0 0 e e 1dX ee e 9 8 3x4= 3 . 3x4= 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 416-? 8- 6-8 I 3-1-2 0.1- 0-7-0 0-7-0 0-1- 406 Plate Offsets(X,Y): 18:0-1-8,Eddel.19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SONFO TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 Y* BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 ©$ ov- WAsT7 fr WEBS 2-10=-736/0,2-9=-37/269,5-7=718/0 (,0 , QUO .16 NOTES 0, �'' 1. ZVI 1)Unbalanced floor live loads have been considered for this design. - N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4.1 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to d be attached to walls at their outer ends or restrained by other means. o ' ec ST'E LOAD CASE(S) Standard ",tONALG Cocos 4GI E, - k 2 tt 870 2PE 9r -y(")i7 ' J' V ��i, OREGSN 2a 91 9On 8ER 1" '4 OS HEkNP EXPIRES:06/30/2015 April 22,2014 1 ! ®NARNIM -Verify design paramers and RE4D NOME ON THIS AND INCLUDED MITER REFERENCE PAGE IIII-1473 sea 4/29/2014 BEFORE UM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and b for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the /� p� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi l�°e Ct fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tf Souchesn Pine(5P)lamtter is specified,she dmxiga values are there eflectivc LD1 f2013 by ALSG Job Truss Truss Type Qty Ply 5D R41832557 PL14-92_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:19 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-vSzFo8JPue39Y\NPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg Q Z 10-7-7 1 2-6-0 1 I 1-2-0 19-41 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 13 2 3 4 5 6 7 8 9 10 0 \ N IV 1,,,i: e 0 00- e o ► i17 15 14 13 12 3x4 II 3x8 = 3x8= 3x6= 1.5x3 I I 4x4= 3x4= 1-0-4 1 0-10-12 1 1 16-5-4 1 0-10-12 15-5-0 0-1-8 Plate Offsets(X,Y): 17:0-1-8,Edoel.112:0-1-8,Edgel,I17:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) `�.,—,1—o FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. tom' TOP CHORD 1-2=0/281,2-3=0/281,3-4=-1662/0,4-5=-1662/0,5-6=-2516/0,6-7=-2516/0, ©o Qtr V1fA.S"xtr 7-8-1811/0,8-9=1811/0 () „ W---: ` . „ BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 ' 40- — hQ d WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, co (r- ! ' ,. rl 3-15=0/1377,3-16=849/0,9-11=-1582/0,9-12=0/1027 NOTES 1)Unbalanced floor live loads have been considered for this design. ' ' 4y,,,49639,,,„1”. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. OxsT 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. s 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to kV-ION.ALV be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. PR 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �'\(''(‘ � °( N ;NE Gc , LOAD CASE(S) Standard * 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 44 g]{) 2 PE 17 Uniform Loads(plf) Vert:11-17=-8,1-10=-80 Concentrated Loads(Ib) Vert:1=-304(F) . />� M -' Aj, OREGO car' ur On 'A/13E \1 .7 d`SA Her 42A"- EXPIRES:06/30/2015 April 22,2014 a 14ARNIhG-Verify design Iaraatehtrs and READ?MESON THIS AND INCEiJDED WIER REFERENCE PAG€P111-1473 m4 1129/23 4 SEFMUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and a for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p�iT�y�1�m erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding lYl 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandra,VA 22314. Citrus Heights,CA,95610 if Sousfrorr Firm(SF)-lumber is specified the:des gasvalues are those effective 06011/201.3 by MSC Job Truss Truss Type Qty Ply 51) R41832556 PL14-92 UP FOG Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtdCeyJ15g7mXCuszOQSh 1 1-4-0 I 2-6-0 1 1 1.5x3 11 2 3x4= 3 1.5x3 11 Scale=1:8.7 III III 0 N MINII =V Vii.ki, . 5 " 4 3x4= 3x4= 0-1-8 1-81 4-1-0 I 3.11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OTONIO NOTES14, 1)Refer to girder(s)for truss to truss connections. 0c? Od WAS, "r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. Cl ,44 `W 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. q / .+.1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r r `' Q+ ici be attached to walls at their outer ends or restrained by other means. - ,i N LOAD CASE(S) Standard ; ik- 16 49639 Al '-`,42, OxsTEI- xJ,Ss,.ONAL <<-c1/4 PR 0A-4- 87022PE t 1 cV y SAT OREGON ci,4 41// On 48ER 1\ 44 On A. HER.4t EXPIRES:06/30/2015 April 22,2014 t WARNING ING-Verify design parameters and READ NOTES ON THIS AND INO.IfDED MITEK REFERENK PAGE 1411-1413 tett 1/29/2014 WORE 1151 �� Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 7� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/D.11 Quality Cdfeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 t#Southirrn Mane ISP}lumina is wearied,ttu a designvailues are these effective 06/01/201.3 by AIR Job Truss Truss Type Qty Ply 50 R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtWjegZJglg7mXCuszOQSh 1 1-3-0 I 11-1-1 I I 1-2-0 ii 2-4-15 I 2-6-0 I Scale=1:35.4 405= 3x4= 3x4= 3x4 = 3x4= 404= 3x6 FP= 3x8= 1 /2 3 //`4 5 6 7 8 9 10a\\ 11 //`12 13 14 15 16 O O a B a L e 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 305 = 4x6= 3x6 = 3x5 = 305 VJB= 15-7-9 1 14-5-9 15-0-9 1 20-9-8 14-5-9 0-7-0 0-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,(18:0-1-8,Edoe) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `hcON jo TOP CHORD 2-3=-2003/0,3-4=-2003/0,45=3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, e" 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0 o' a W:ASKr, 13-14=-3519/0,1415=3519/0 t.V Y ,- , `t 4'c vy BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, . ' '- / t' d ie.; 19-20=0/3519,18-19=0/3519,17-18=0/1990 c° l 4- '4 ;SS WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, — N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, 12-20=0/1057 NOTES �..PKirr 99 r�1)Unbalanced floor live loads have been considered for this design. S�2)All plates are 1.5x3 MT20 unless otherwise indicated. �'ZONAL' ' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. )W 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��n D PR 0Fe cs LOAD CASE(S) Standard �,\CD .,„.‘..,‘GINS -E.., /Q 87022PE r' cv nv y �'oj, OREG•N cf� <./ 9O '�8ER \ti 0 On A. HSCk�P EXPIRES:06/30/2015 April 22,2014 f , ®WAShING-Ventf design pa;anetts and READ NOTES ON MIS AND IM2UDEUMITEKREFFEREMMPAGE P411-7413res t/t3/2014 BEFORE.USE ��- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTek'e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MI Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 ifGaut:irorn Pine(SP/lurmtreris rpesfiesl,the design values ate those effective 06/0112013 by MSC Job Truss Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 11-° 1 1 1-1-11 ii 1-2-0 ii 1-0-9 1 2-6-0 Scale=1:32.5 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 enN , e a o e a o e ' M ' 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5= 3x5= 4x6= 4x4= 3x4= 15-3-11 14-1-11148-111 I 19-1-4 14-1-11 7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 114:0-1-8,Edael,119:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. o WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ~�ONIO TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=2638/0,5-6—2638/0,6-7=3383/0,7-8=3383/0, 8-9=-3752/0,9-10=-3752/0,10-11=3733/0,11-12=-3733/0,12-13=3416/0, 0S �V WA$j.,. 13-14=-3416/0,14-15=-2622/0,15-16=2622/0 `W BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, G v -; .?° rt ki O. 20-21=0/2622,19-20=0/2622,18-19=0/1831 41 Id k % t WEBS 14-20=-328/0,15-19=-541/0,2-27=-1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=-585/0,6-24=0/459,16-18=1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, C' 13-21=328/0,14-21=0/1085 f r NOTES �a963 1)Unbalanced floor live loads have been considered for this design. moo' ISMS'2)All plates are 1.5x3 MT20 unless otherwise indicated. .�''QNAL'ICI 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t��'�o PR OF�t�s LOADCASE(S) Standard ��Co NG)N��� /O `t 870 2PE 9 cv y N�-0),, OREGO r ,44, 9O F $ER *� r� �`.) A. H0 EXPIRES:06/30/2015 April 22,2014 It B WASNI/i-Vei'fydesignyarametersaad READ NOTES 05IRIS AND DOMED MITEKREFEREMTEPAGE 1111-7473 my.V25/2014 EIRVEUSE 1 Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ``�' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (iO K fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/fllt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Carus Heights,CA,95610 au ItScharn Pine fSPlf!u ar'is specified, sae those,she design values effesaixe 0 `Di/2M by ALBS g Job Truss Truss Type Qty Ply 50 R41832553 PL14-92_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRg06Y7ERplYHXzOQSk I 2-60I 1 2-5-1 11 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 `7 8 Ill N e / \ 9 e I N e e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131-9 111-5-9 1 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edge1,1-11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01ONIo '{L' TOP CHORD 2-3=2508/0,3-4=2508/0,4-5=-2587/0,5-6=2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 077C-WAS-6t. S ::: 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 S '2'. Ctl 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. '. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to fif"; be attached to walls at their outer ends or restrained by other means. oP ,+,,49639„1 o, Gxsr tv,- ~ LOAD CASE(S) Standard &CI`cOPR Opp c,,, G)N 1 sp. k44.7 ' 87022PE r- / -p A5i, OREGON rL, 1.41 AP k)li CSS A. HsIck EXPIRES:06/30/2015 April 22,2014 t t WARNING-Vodfydesign parameters and READ NOTES ON THIS AND I/S.f#uDED MIEEK REFEREMM PAGE M11-7473 me i/29/2314 81382:USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown NI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ! $k* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 8f Sosuttreon Pine(5P)kantres is spies tfrest,th'ue design se Wes nre these raffectise 06/81/2053 by ALOC Job Truss Truss Type Qty Ply 5D R41832552 PL14-92_UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:14 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UWN695C9Z 15zOQS1 I 2-6-0 2-2-9 1 1 1-2-0 I I 2-4-11 I Stale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 11 1 2 3 4 5 6 7 8 o N � / 4114114114114111111114114111. O � \ a a / + O 1,‘i, ee �p 13 12 11 10 ''[�bX7\ 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1 1r1 11131 1 1 16-4-12 9-11-9 0--B 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,f11:0-1-8,Edae] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'cONIO TOP CHORD 2-3=2463/0,3-4=2463/0,4-5=2532/0,5-6=2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 ©$ Qv Vv'A.$x WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 , 4''Q ' NOTES i" ,,, !e i' O. 4'' ffN 1)Unbalanced floor live loads have been considered for this design. —; 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ',- 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t cti be attached to walls at their outer ends or restrained by other means. 49639 LOAD CASE(S) Standard 'SIONAL4G ''..<-\ P R 0��`�'0 ��c �`yG)N � /0 2 -57 '`rte 870 2PE Pv - N`�-$, OREGO q)„Li./ "511 <("4/8 C' OQ A. NER'� EXPIRES:06/30/2015 April 22,2014 iyARNIP6i-Veiriff design yaramete>g and READ NOTES ON MIS AND INatiDED NITER REFERENCE PAGE P117-1413 rim 1/29/2014 BH'0Rf US£ �— Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing To insure stability during construction is the responsiblllity of the g� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MI etl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fPll Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP}tsamter is specified,the design values ure these effective 06/01/2010 by AL.SC